LearningOne
Student
- May 28, 2025
- 2
Hi everyone. My apologies as I posted this originally in the Structural Engineering forum and didn't see that there was a Student one. I can't figure out how to delete the other post...
Anyways - as part of an extracurricular/fun thing for a club we got presented with a situation from a case study that has peaked my curiosity. I have only done a few courses in my program but wanted to work through this and got stuck. Looking for some help and advice. I'm more interested if I have the right approach.
Situation: There is a steel beam. Size not given. The steel beam is simply supported by columns, one at each end. Bolted to the steel beam is 72" LVL (two plies, profile shown). There is one ply of LVL (size not given) on each side of the beam web. Assume that the gap between the two LVL plies at the cantilevered area past the column is packed with plywood and nailed together. There is a large point load at the end of the cantilever. Key point: the LVL plies are bolted so that they are fully in contact with the top flange of the steel beam, but have a gap at the bottom flange.
Comments: I am trying to figure out if I have the right approach if, for example, I was interested in sizing the LVL and bolts with the assumption that the steel beam size could accommodate the resulting LVL. Would the three bolts be pinned connections? The first bolt would be a positive reaction (like a regular support) and the other two bolts would then be resisting the uplift? And the bolts can be sized based on shear in the LVL?
Another thing I am confused about is if this should be analyzed as a two ply beam or not. Would you have to calculate the LVL bending capacity based on one ply, or two? And what possible considerations the steel beam's upper flange has in all of this and how to factor this into the process.
Sorry for the many questions but my brother was useless lol. Thank you for any tips.
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Anyways - as part of an extracurricular/fun thing for a club we got presented with a situation from a case study that has peaked my curiosity. I have only done a few courses in my program but wanted to work through this and got stuck. Looking for some help and advice. I'm more interested if I have the right approach.
Situation: There is a steel beam. Size not given. The steel beam is simply supported by columns, one at each end. Bolted to the steel beam is 72" LVL (two plies, profile shown). There is one ply of LVL (size not given) on each side of the beam web. Assume that the gap between the two LVL plies at the cantilevered area past the column is packed with plywood and nailed together. There is a large point load at the end of the cantilever. Key point: the LVL plies are bolted so that they are fully in contact with the top flange of the steel beam, but have a gap at the bottom flange.
Comments: I am trying to figure out if I have the right approach if, for example, I was interested in sizing the LVL and bolts with the assumption that the steel beam size could accommodate the resulting LVL. Would the three bolts be pinned connections? The first bolt would be a positive reaction (like a regular support) and the other two bolts would then be resisting the uplift? And the bolts can be sized based on shear in the LVL?
Another thing I am confused about is if this should be analyzed as a two ply beam or not. Would you have to calculate the LVL bending capacity based on one ply, or two? And what possible considerations the steel beam's upper flange has in all of this and how to factor this into the process.
Sorry for the many questions but my brother was useless lol. Thank you for any tips.
Reply
Report Edit
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